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    <title>Transport Research International Documentation (TRID)</title>
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    <copyright>Copyright © 2026. National Academy of Sciences. All rights reserved.</copyright>
    <docs>http://blogs.law.harvard.edu/tech/rss</docs>
    <managingEditor>tris-trb@nas.edu (Bill McLeod)</managingEditor>
    <webMaster>tris-trb@nas.edu (Bill McLeod)</webMaster>
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      <title>Transport Research International Documentation (TRID)</title>
      <url>https://trid.trb.org/Images/PageHeader-wTitle.jpg</url>
      <link>https://trid.trb.org/</link>
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    <item>
      <title>Negative Friction and Its Time Effects on Displacement Pile Due to Soil Reconsolidation</title>
      <link>https://trid.trb.org/View/1086048</link>
      <description><![CDATA[A finite element procedure ADINA coupled with the Blot£§s consolidation theory was worked out to calculate the dissipation of the excess pore pressure and the settlement of soil around the displacement pile after driving the pile. Another procedure was compiled based on the load transfer function method to calculate the negative friction on the displacement pile which was induced by the soil reconsolidation around the pile. The results indicate that the dissipation of the excess pore pressure approximately finishes in three months after driving piles. The negative friction accounts for23.8% of pile foundation design value under driving piles after 100 d. The conclusion provides reference for determining of pile foundation diapause.]]></description>
      <pubDate>Tue, 04 Jan 2011 09:50:45 GMT</pubDate>
      <guid>https://trid.trb.org/View/1086048</guid>
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    <item>
      <title>Post-Cyclic Behavior of Low Plasticity Silt under Full and Limited Liquefaction Using Triaxial
Compression Testing</title>
      <link>https://trid.trb.org/View/914762</link>
      <description><![CDATA[During an earthquake, liquefaction does not happen all the time. It depends on the duration and magnitude of the earthquake and the properties (with relationship to resistance of liquefaction) of the low plasticity silt. Under low duration or magnitude of earthquake, the liquefaction does not appear in the ground. However, the properties of soil in the ground will be affected. Typically, its shear strength and stiffness will be reduced. The effect of limited cycle of dynamic loading on soil behavior is called limited liquefaction in the proposal. The post‐cyclic behavior of the low plasticity silt under different levels of limited liquefaction will be studied. Additionally, the effect of plasticity index (PI) on the post‐cyclic behavior of the silt under (full) liquefaction will also be investigated. Hopefully, a threshold value can be obtained, above or below which the reduction of shear strength and stiffness will be little and even can be ignored. The studied low plasticity silt will be from the Mississippi River Valley in the New Madrid Seismic Zone (NMSZ), which is one of the most seismically susceptible areas in the United States. All work will be conducted using laboratory testing. The work in this research project includes three parts: the post‐liquefaction behavior at the different levels of reconsolidation; the post‐cyclic behavior under no reconsolidation at the different levels of limited liquefaction; and the effect of the PI on post‐liquefaction behavior.]]></description>
      <pubDate>Tue, 23 Mar 2010 15:33:57 GMT</pubDate>
      <guid>https://trid.trb.org/View/914762</guid>
    </item>
    <item>
      <title>Roadbase Reconsolidation</title>
      <link>https://trid.trb.org/View/794954</link>
      <description><![CDATA[This paper describes how roadbase reconsolidation retains old pavement and roadbed gravel and compacts both into consolidation with sublayer soil and requires less gravel to restore road surface. Crumbled pavement fragments are shielded from leaching into groundwater by the layer of new pavement.]]></description>
      <pubDate>Fri, 29 Dec 2006 11:07:34 GMT</pubDate>
      <guid>https://trid.trb.org/View/794954</guid>
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    <item>
      <title>Consolidation Characteristics and Undrained Strength of Saturated Soft Clay under Repeated Impact Loading</title>
      <link>https://trid.trb.org/View/788556</link>
      <description><![CDATA[This paper describes laboratory tests that were conducted to investigate the consolidation characteristics of saturated soft clay under repeated impact loading, especially the influence of drainage conditions on consolidation and reconsolidation of soft clay. The uniqueness of the relationship between pore water pressure and reconsolidation volumetric strain is described, and the methods for determining the coefficient of reconsolidation volume compressibility and the reconsolidation compression index are given. Findings indicate that the samples undergoing several stages of impact and reconsolidation show an apparent quasi-overconsolidation state, and have an increased shear strength. Models for predicting the deformation and the undrained strength of soft clay foundation from impact loading are also suggested. The conditions of partial drainage and stages of impact are taken into account in the models. The calculated results from the proposed models and the test data show good agreement.]]></description>
      <pubDate>Tue, 05 Sep 2006 07:48:15 GMT</pubDate>
      <guid>https://trid.trb.org/View/788556</guid>
    </item>
    <item>
      <title>Laboratory Simulation of Field Sampling: Comparison with Ideal Sampling and Field Data</title>
      <link>https://trid.trb.org/View/781424</link>
      <description><![CDATA[Tube sampling disturbance effects are investigated in this paper based on the results of constant rate of strain consolidation tests and unconsolidated undrained triaxial compression tests conducted on resedimented Boston blue clay sampled in the laboratory using a specifically designed device and employing various tubes differing in size, diameter to thickness ratio, and tip geometry. The effects of tube geometry were assessed based on comparison of the residual effective stresses, the reconsolidation strains, the undrained strength, and the one-dimensional drained compression behavior. Increasing degradation in the engineering properties was observed with decreasing diameter to thickness ratio (B/t), and the negative impact of a blunt tip geometry could not be compensated for even by a substantial increase in B/t. Comparison of these results to those obtained from triaxial element tests in which disturbance was simulated according to the ideal sampling approach (ISA), indicated that tube sampling is associated with far greater disturbances than what is accounted for by the ISA. Further, additional comparisons with the results of tests run on actual field samples of low over consolidation ratio Boston blue clay from two sites in the Boston area indicate that the behavior observed in the laboratory sampled soil is generally representative of actual field data.]]></description>
      <pubDate>Wed, 31 May 2006 09:31:16 GMT</pubDate>
      <guid>https://trid.trb.org/View/781424</guid>
    </item>
    <item>
      <title>Discussion of "Possibility of Postliquefaction Flow Failure due to Seepage" by Noriaki Sento, Motoki Kazama, Ryosuke Uzuoka, Hirofumi Ohmura, and Makato Ishimaru (With Closure)</title>
      <link>https://trid.trb.org/View/780744</link>
      <description><![CDATA[The discusser commends the authors for their interpretation of the mechanisms of sand flow failure, and contributes to the discussion on three separate points.  The discusser is pleased that research performed over ten years ago still has current practical applications, identifies a fundamental difference between previous research on prefailure instability and the instability mentioned in the original article from July 2004, and inquires about an outcome the authors may have encountered during a reconsolidation stage in the triaxial test.]]></description>
      <pubDate>Wed, 19 Apr 2006 10:08:48 GMT</pubDate>
      <guid>https://trid.trb.org/View/780744</guid>
    </item>
    <item>
      <title>INFLUENCE OF RECONSOLIDATION TECHNIQUES AND STRAIN RATE ON THE STIFFNESS OF UNDISTURBED CLAYS FROM TRIAXIAL TESTS</title>
      <link>https://trid.trb.org/View/677626</link>
      <description><![CDATA[Sample disturbance represents one of the main limitations of laboratory testing in comparison to in situ testing.  In particular, it is difficult to assess the degree of disturbance and its effect on the mechanical properties of soils.  This paper concerns the stiffness assessment of undisturbed clays from triaxial tests.  The paper summarizes the research activity undertaken using triaxial cells equipped with local gages for axial and radial strain measurements and with piezoceramic bender elements for the measurement of the propagation velocity of differently polarized shear waves.  The main purpose of this research was to define reliable test procedures in order to determine the stiffness of geomaterials to be used for settlement analysis under working load conditions.  In particular, the paper deals with four different topics.  These include the evaluation of sample disturbance by means of different methods.  The assessment of the reconsolidation techniques that minimize the sample disturbance effects.  The influence of strain rate on the stiffness of undisturbed clays. Finally, the stiffness anisotropy of undisturbed clays at small strains.]]></description>
      <pubDate>Mon, 30 Apr 2001 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/677626</guid>
    </item>
    <item>
      <title>DISTURBANCES DUE TO TUBE SAMPLING IN COASTAL SOILS</title>
      <link>https://trid.trb.org/View/659374</link>
      <description><![CDATA[This study investigated the effects of tube sampling disturbances on undrained shear characteristics of reconstituted samples of three coastal soils.  The values of undrained shear strength (s sub u) and initial tangent modulus (E sub i) were reduced, whereas axial strain at peak deviator stress (epsilon sub p) increased because of a disturbance caused by penetration of samplers.  Disturbances also reduced initial effective stress (sigma' sub i) and pore pressure changes considerably.  The changes in soil parameters between the "in situ" and "tube" samples depended markedly on the geometry of samplers used to retrieve tube samples.  Values of s sub u, E sub i, and sigma' sub i of samples were reduced, whereas the values of epsilon sub p increased with an increasing area ratio (or decreasing external diameter to thickness ratio) and an increasing outside cutting edge angle of the samplers.  Different reconsolidation procedures were adopted to assess the suitability of reconsolidation of tube samples to recover in situ properties.  It was found that the coefficient of earth pressure at rest-reconsolidation of tube samples to vertical effective stresses equal to 1.5 and 2.5 times the in situ vertical effective stress produced the best overall estimate of in situ characteristics.]]></description>
      <pubDate>Thu, 31 Aug 2000 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/659374</guid>
    </item>
    <item>
      <title>BEARING CAPACITY OF FLEXIBLE PAVEMENTS SUBJECT TO FROST ACTION</title>
      <link>https://trid.trb.org/View/104755</link>
      <description><![CDATA[THE BEARING CAPACITY OF FLEXIBLE PAVEMENTS IS REDUCED CONSIDERABLY DURING THE SPRING BREAKUP PERIOD PARTLY BY REDUCTION IN RELATIVE DENSITY OF THE SUBGRADE MATERIAL AS A RESULT OF FROST ACTION, PARTLY BY THE SATURATION OF THE SOIL CAUSED BY THAWING AND PARTLY BY EXCESS PORE PRESSURE RESULTING FROM THE INCOMPLETE RECONSOLIDATION OF THE SUBGRADE. A METHOD HAS BEEN DEVELOPED BY WHICH THE ULTIMATE BEARING CAPACITY OF FLEXIBLE PAVEMENTS CAN BE EVALUATED. THIS METHOD IS BASED ON THE ASSUMPTION THAT THE SUBGRADE SOILS ARE FULLY SATURATED AND THAT THE WHEEL LOADS CAUSING FAILURE ARE APPLIED SO RAPIDLY THAT NO CHANGE IN WATER CONTENT TAKES PLACE DURING LOADING. THE CALCULATED ULTIMATE BEARING CAPACITY HAS BEEN COMPARED TO THAT DETERMINED BY A METHOD PROPOSED BY LINELL. GOOD AGREEMENT WAS FOUND BETWEEN THE TWO METHODS. /AUTHOR/]]></description>
      <pubDate>Mon, 12 Dec 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/104755</guid>
    </item>
    <item>
      <title>POSTEARTHQUAKE DEFORMATION ANLAYSIS OF WILDLIFE SITE</title>
      <link>https://trid.trb.org/View/385216</link>
      <description><![CDATA[This is a study of the liquefaction behavior observed at the Wildlife site in the Imperial Valley, California, during the 1987 Superstition Hills earthquake.  The study of the mechanism under essentially level ground conditions, found that the large lateral spreading and the delay in pore water pressure development are particularly interesting.  Static finite element methods were used for the analyses of the site to investigate the effects of redistributions in stresses and pore water pressures.  The details are described of the study, which consisted of the following analyses: postearthquake deformations due to stress redistribution and postearthquake deformations due to reconsolidation.]]></description>
      <pubDate>Thu, 24 Feb 1994 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/385216</guid>
    </item>
    <item>
      <title>THE EFFECT OF RECONSOLIDATION ON UNDRAINED STRENGTH OF NORMALLY CONSOLIDATED COHESIVE SOILS</title>
      <link>https://trid.trb.org/View/202273</link>
      <description><![CDATA[The effect of reconsolidation on the undrained strength was experimentally studied for cohesive soils subjected to disturbance due to stress release and sample preparation. Three types of cohesive soils were used; kawasaki clay with plasticity index of about 50 and two artificial mixtures of kawasaki clay and toyoura sand with plasticity index of about 20 and 10.  Reconsolidation pressures employed were approximately 0.5, 1, 2 and 4 times the preconsolidation pressure of 98 kn/sq M.  Pore pressures were monitored by an embedded transducer during the whole stages of preconsolidation, stress release, sample preparation, reconsolidation and shear tests.  It was found that soils with lower plasticity indices were more susceptible to disturbance, showing the loss in undrained strength of 50-60% of original strength.  With respect to the relationship between the void ratio and consolidation pressure, the reconsolidation pressure four times the preconsolidation pressure did not completely bring the trimmed specimens back to the normal consolidation state. The undrained strength increased and the strain at the maximum deviator stress decreased with the increase in reconsolidation pressures.  Even at the reconsolidation pressure four times the preconsolidation pressure the effect of disturbance did not vanish for the ratio of undrained strength of reconsolidated specimen to that of ideal samples, while for the effective stress paths the effect was almost negligible.  The ratio of increase in undrained strength with consolidation pressure of trimmed specimens became nearly equal to that of ideal samples at the reconsolidation pressure twice the preconsolidation pressure.  (Author/TRRL)]]></description>
      <pubDate>Mon, 30 Apr 1984 00:00:00 GMT</pubDate>
      <guid>https://trid.trb.org/View/202273</guid>
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